CN101892668B - Combined support-excavated geological erosion deep foundation pit and construction method thereof - Google Patents
Combined support-excavated geological erosion deep foundation pit and construction method thereof Download PDFInfo
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Abstract
The invention discloses a combined support-excavated geologically solutional deep foundation pit and a construction method thereof. The deep foundation pit is characterized by consisting of an upper slope foundation pit and a lower vertical foundation pit; the construction method thereof comprises the steps that: in case of vertical excavation of the deep foundation pit, the periphery of the foundation pit is supported and reinforced by reinforced concrete support piles to prevent the foundation pit from collapse owing to lateral pressure of soil mass; then a high pressure jet grouting pile waterproof curtain is adopted for performing water sealing on soil mass outside the support piles and a bedrock internal grouting curtain is adopted for performing water sealing on geological situations in rocks, such as solution cavity, solution, crack and the like; and in the process of layered excavation, an annular continuous concrete slab wall is adopted for the soil mass and the rocks at the periphery of the foundation pit to form a continuous arch ring lagging. The construction method according to the invention can effectively guarantee the safe, stable, fast and effective excavation of the geologically solutional deep foundation pit.
Description
Technical field
The present invention relates to foundation ditch and foundation ditch construction method in the engineering construction, deep foundation ditch and job practices thereof in a kind of corrosion geology of more specifically saying so.
Background technology
In heavy construction and road and bridge engineering, deep foundation ditch is for guaranteeing the key of anchorage construction, and is great to construction infections such as follow-up main bridge cat road, main push-towing ropes.China's southwest geological condition is complicated, and most of areas is the karst landform of erodible, and this has brought very big difficulty for the deep pit construction of engineerings such as large-scale building, road and bridge.
On the engineering, the foundation ditch of cutting depth above 5 meters is called as deep foundation ditch.In the prior art, normally adopt the slope of putting under the non-supporting state to excavate construction supporting after putting the slope excavation for deep foundation ditch.But under the corrosion geological conditions; Be included under the geological conditions in solution cavity or crack and since cutting depth often far below the construction ordinary water level, the hole of corrosion geology or crack are easy to become channel of ground water; Cause digging process gushing water or water burst to occur; Therefore the slope excavation of putting under the non-supporting state in the prior art is difficult to guarantee normal construction, does not make foundation ditch receive the influence of water level or flood in case engineerings such as the supporting of foundation ditch, sealing do not meet the demands, and follow-up excavation construction can't carry out.
Summary of the invention
The present invention is for avoiding above-mentioned existing in prior technology weak point, a kind of combined support-excavated geologically solutional deep foundation pit and job practices thereof being provided, to guarantee the safe, stable, quick and effective of erodible geology deep pit digging.
Technical solution problem of the present invention adopts following technical scheme:
The design feature of the corrosion geology deep foundation ditch of combined supporting of the present invention excavation is: said foundation ditch is to put sloping foundation ditch and lower vertical foundation pit constitutes by top;
It is to form two-stage from the foundation ditch surface with the gradient of setting to put domatic that sloping foundation ditch is put on said top;
Said lower vertical foundation pit is to be support with the steel concrete soldier pile that is positioned at foundation ditch periphery; Periphery at said steel concrete soldier pile is provided with high-pressure rotary jet grouting pile, in the zone of said high-pressure rotary jet grouting pile, forms the water-stop curtain that seals with grouting; Stake top in said concrete support stake is formed with the circular crown beam; In the bottom of said circular crown beam, be positioned at the inside wall of lower vertical foundation pit; Be formed with each road RC Continuous arch ring successively; Until foundation ditch bottom, be formed with waterproofing course at the inside wall of said foundation ditch bottom, circular crown beam and each road RC Continuous arch ring;
Put between sloping foundation ditch and the lower vertical foundation pit on said top and to be provided with platform.
The design feature of the corrosion geology deep foundation ditch of combined supporting excavation of the present invention also is:
Circular crown beam in the said lower vertical foundation pit and Ge Dao RC Continuous arch ring form the step surface of decorporating to the foundation ditch periphery from top to bottom successively.
RC Continuous arch ring in the said lower vertical foundation pit has three roads.
The characteristics of the job practices of the corrosion geology deep foundation ditch of combined supporting excavation of the present invention are to carry out as follows:
A, put slope excavation
From foundation ditch surface, form two-stage from top to bottom successively with the gradient of setting and put domaticly, to put domatic excavation back employing sprayed mortar and anchor pole and carry out supporting, sloping foundation ditch is put on formation top;
B, vertical cut
The first step:, form bracing reinforcement with the steel concrete soldier pile at the periphery of lower vertical foundation pit;
Second step: in the periphery of said concrete support stake, the construction high-pressure rotary jet grouting pile, a jar slurry forms the peripheral water-stop curtain of said concrete support stake in said high-pressure rotary jet grouting pile zone;
The 3rd step: stage excavation, at first at the top of concrete support stake construction circular crown beam, then along with the intensification of vertical cut, each road RC Continuous arch ring of on the inside wall of lower vertical foundation pit, constructing successively;
The 4th step: the construction waterproof layer at the inside wall construction waterproof layer of foundation ditch bottom, circular crown beam and each road RC Continuous arch ring, forms the construction area of the few water of sealing.
Compared with present technology, beneficial effect of the present invention is embodied in:
1, the present invention is with the periphery of steel concrete soldier pile bracing reinforcement vertical foundation pit, can effectively prevent to cause the foundation ditch landslide because of the lateral pressure of the soil body, and effective for pattern foundation pit supporting structure, foundation ditch is stable, distortion is little;
2, the present invention carries out the water shutoff processing with the high-pressure rotary-spray pile water stopping curtain to the solution cavity in the rock, corrosion, crack, and its water sealing effect is good, is the best approach of handling various solution cavities, corrosion geology excavation of foundation pit;
3, the continuous arch ring in each road of the present invention can be used as the part of follow-up anchorage structure construction, has more increased the safety factor of anchorage.
4, construction quality of the present invention is controlled easily, and the construction processing progress is fast.
Description of drawings
Fig. 1 is the floor map of the corrosion geology deep foundation ditch of combined supporting excavation of the present invention.
Fig. 2 is the facade structures sketch map of the corrosion geology deep foundation ditch of combined supporting excavation of the present invention.
Label among the figure: sloping foundation ditch, 105 lower vertical foundation pit, 106 circular crown beams, 107 RC Continuous arch rings, 108 platforms, 109 anchors are put in 101 steel concrete soldier piles, 102 high-pressure rotary jet grouting piles, 103 water-stop curtains, 104 tops.
The specific embodiment
Referring to Fig. 1, Fig. 2, the foundation ditch in the present embodiment is to put sloping foundation ditch 104 by top to constitute with lower vertical foundation pit 105;
It is to form two-stage from the foundation ditch surface with the gradient of setting to put domatic that sloping foundation ditch 104 is put on top;
Lower vertical foundation pit 105 is to be support with the steel concrete soldier pile 101 that is positioned at foundation ditch periphery; In the periphery of steel concrete soldier pile 101 high-pressure rotary jet grouting pile 102 is set, in the zone of high-pressure rotary jet grouting pile 102, forms the water-stop curtain 103 that seals with grouting; Stake top in concrete support stake 101 is formed with circular crown beam 106; In the bottom of circular crown beam 106, be positioned at the inside wall of lower vertical foundation pit 105; Be formed with each road RC Continuous arch ring 107 successively; Until foundation ditch bottom, be formed with waterproofing course at the inside wall of foundation ditch bottom, circular crown beam and each road RC Continuous arch ring;
Put between sloping foundation ditch 104 and the lower vertical foundation pit 105 on top and to be provided with platform 108; Circular crown beam 106 in the lower vertical foundation pit 105 forms the step surface of decorporating for to the foundation ditch periphery from top to bottom successively with Ge Dao RC Continuous arch ring 107.
Present embodiment is constructed by following process to the main bridge gravity anchor deep foundation ditch of Liuzhou the two supports bridge:
One, puts the slope excavation
From the foundation ditch surface; To put ratio of slope is from top to bottom successively to form two-stage at 1: 0.8 to put domaticly, at+77m place the wide platform of 8m is set, and+77.0m takes vertical cut with the lower part; Put domatic excavation back and adopt sprayed mortar and anchor pole to carry out supporting, form top and put sloping foundation ditch 104;
Two, vertical cut carries out according to the following steps:
The first step:, form bracing reinforcement with steel concrete soldier pile 101 at the periphery of lower vertical foundation pit;
Steel concrete soldier pile 101 is set to: stake footpath φ 1.2m, and circumferential distance 2.922m, the long 12.5m of stake, embedding rock degree of depth 2.5m stretches into anchorage substrate 2.5m; The PHP mud off, the percussive drilling pile is with 66 steel concrete soldier piles of drilled pile construction method formation of routine.
Sequence of construction: rig is in place, percussive drilling, pore-forming are checked and accepted, lifting reinforcing cage, the clear hole of secondary, underwater concreting.
Second step: in the periphery of concrete support stake 101, construction high-pressure rotary jet grouting pile 102, jar slurry is to form the peripheral water-stop curtain 103 of concrete support stake in the high-pressure rotary jet grouting pile zone;
The high-pressure rotary jet grouting pile 102 that is positioned at soil layer is for double, wherein in row be 401, to efflux be 407, pitch-row is 0.5m, array pitch is 0.45m.Construction is constructed by " it " type continuously.High-pressure rotary jet grouting pile is set to: stake footpath 600mm, take double-tube method, and the rotary-spraying construction rotary speed is not more than 20 commentaries on classics/min, hoisting velocity 12～14cm/min, expulsion pressure is not less than 28Mpa, and water/binder ratio is not less than 1: 1.Open when spray, try to spray after needing spray boom down at the bottom of the hole, can promote spray boom when each parameter reaches the concentration of designing requirement and aperture returning slurry when advancing to starch concentration, the segmentation lap length is not less than 0.15m.Be sprayed onto the 76.0m elevation and stop, and in time mend slurry according to the spillage situation.
The sealing of anchorage foundation ditch realizes that through the curtain mud jacking in the outside, hole the sealing mud jacking makes the foundation ditch outside form the annular water-stop curtain 103 of a sealing through the processing that intercepted water in foundation ditch side in degree of depth 25m (below the absolute altitude 77.0m) scope.
Water-stop curtain 103 carries out after the construction of all soldier piles is accomplished, if need construct water-stop curtain in advance because of the duration anxiety time, must all accomplish by a soldier pile in the construction point 6m scope, i.e. water-stop curtain construction finishes the construction drill stake again of back 6m scope.
Water-stop curtain 103 is located at the outside of concrete support stake 101, and aperture φ 75mm three arranges totally, and 198 holes are laid in 66 holes of every row altogether); Row's spacing is 0.75m, and pitch of holes is 1.5m; Mud jacking is construction first round and the 3rd round earlier, then second round in the middle of the construction; Every round is divided equally three constructions.
Practical implementation for water-stop curtain requires with the control index following:
1, select a position to carry out industrial experimentation before the construction, the test hole count is three rounds, 5 holes of every row, totally 15 holes, hole depth and construction parameter with design identically, arrange two inspection eyes.
2, boring aperture φ 75mm.Segmentation is from bottom to top adopted in the mud jacking construction, round-robin method construction in the hole, and mud jacking section 5-8m, contact-segment is mud layer 1.5m, basement rock 2.0m, 3.50m altogether.
3, mud jacking is preceding except that contact-segment, needs carry out a pressure washing and simple and easy packer permeability test to all the other mud jacking sections, and flushing pressure is 70% of a mud jacking pressure, and simple and easy packer permeability test pressure is 80% of mud jacking pressure.
4, mud jacking pressure is contact-segment 0.2MPa, and down every section increases 0.05MPa.
5, mud jacking slurries water/binder ratio by weight adopted 5: 1,3: 1,2: 1,1: 1,0.8: 1,0.5: 1, opened the setting-out gray scale with 5: 1, if but slurry is not returned in the aperture or suction slurry amount is bigger, the pressure of then can directly skipping a grade out.If it is excessive to inhale the slurry amount, then should in slurries, adding by weight percentage account for the fine sand of mud jacking slurry weight 5%-10% or add an amount of water glass, or adopt the intermittently method of mud jacking, the intermittent time is 4-8 hour.
Follow from thin to thick the principle of conversion step by step during mud jacking, concrete grammar is following:
A, when mud jacking pressure remains unchanged, maybe when continuing rising, the constant and pressure of slurry amount must not change the water ash when inhaling slurry amount continuous decrease when inhaling;
It is above or press the notes time to reach 1 hour that the injection rate of b, certain one-level slurries has reached 300L, and mud jacking pressure and injection rate all do not have and change or change when remarkable, change dense one-level slurries;
C, can bypass the immediate leadership as the case may be when inhaling the slurry amount greater than 30L/min thickens, and in the process, when mud jacking pressure or injection rate flip-flop are big, should ascertain the reason immediately, and processing takes appropriate measures.
D, mud jacking when injection rate is not more than 0.4L/min, continue to be pressed into 60min under design pressure; Or ≮ during 1L/min, continuing to press and annotate 90min, mud jacking can finish.
E, mud jacking water-stop curtain job practices, technology and facility should comprehensively be confirmed according to sitework geology, hydrogeology and execution conditions etc.Construction quality should satisfy the relevant rules of " building lot processing specification " JGJ79-91.
The average thickness of f, water-stop curtain is not less than design thickness, and the transmission coefficient of the construction back water-stop curtain that forms should be less than 0.000001cm/s.
The water-stop curtain construction quality is except that slurry intensity can directly detect, and its diffusion radius, suction slurry rate etc. all can't detect, and can only adopt the method for inspection eye to verify its stagnant water effect, and concrete operations are following:
1, the anti-seepage standard of curtain grouting is 5Lu.
2, the position of inspection eye, is arranged in and inhales the place that the slurry amount is big, geology is weak according to construction information by design, supervising engineer and unit in charge of construction.
3, the quantity of inspection eye is 10% of the boring number, 5 sections of each hole packer permeability tests, single-point test.
4, inspection eye carries out after grouting finishes 14 days, but because of being extraordinary items, can shift to an earlier date according to schedule requirement, but must not be less than 3 days.
The 3rd step: stage excavation, the high circular crown beam 106 of 2.5mm of at first constructing at concrete support stake top, then along with the intensification of vertical cut, the continuous arch ring 107 in three roads of on the inside wall of lower vertical foundation pit, constructing successively;
1, construction circular crown beam:
The mechanical equivalent of light excavation foundation ditch; According to cushion construction, reinforcing bar system peace, template installation, concreting and maintenance, section gap is jumped and is constructed every segment length 9m; Each operation construction requirement is undertaken by the similar Working Procedure Controlling requirement of routine.
2, soil excavation
The following soil body vertical cut of+77.0m adopts the slotting method, earlier the soil body in the central φ 48m scope is removed; Treat contrary make continuous arch ring and reach 70% intensity after, the space segmentation great-jump-forward to around radiant type, every segment length 6m, each layer segmentation spacing ≮ 2m that vertically staggers; Adopt two conventional excavators in central authorities the soil body to be shifted to the foundation ditch limit during excavation, director's arm excavator is got on the bus soil body shipment on+77.0m platform.
Excavator goes out foundation ditch: the earthwork is dug to design elevation, and the excavator utilization hole limit remainder earthwork is filled out the mode that rises certainly and gone out foundation ditch; Utilize high-front shovel that the clean pit earthwork excavation work of accomplishing is removed in the remainder earthwork at last.
During soil excavation, excavating domaticly should have 2% the gradient to the foundation ditch center, guarantees that as the casual water hole ponding in time gets rid of; The casual water hole should be left ≮ 3m apart from the hole span.
Spray the C20 early strength concrete of 5cm after soil excavation is qualified immediately, followed by implementing the contrary continuous arch ring of doing;
3, continuously against making continuous arch ring
The contrary continuous arch ring, the thick 1.2m of the continuous arch ring of first floor, high 2.3m done; The thick 1.4m of the continuous arch ring of the second layer, high 2.3m; The 3rd layer of thick 1.6m of continuous arch ring, high 2.266m adopt C30 steel concrete, and the vertical muscle of hoop is 28 grade III steel muscle, and all the other reinforcing bars are two grade reinforcing steels.
Carry out synchronously with soil excavation against making continuous arch ring continuously, promptly the layer and section interval skip is constructed, spacing 4.5m is vertically staggered in each layer segmentation.Master operation is: joint treatment, reinforcing bar binding, template are installed and concreting.
A, joint treatment: with pneumatic pick that loose concrete chisel removal is clean after cubic metre of earth excavation section by section is accomplished, manual work is removed foreign material with wire brush.
B, reinforcing bar binding: cage of reinforcement is made into standard knot, every joint 9m, and the good not colligation of two ends 1m stirrup cover is convenient to carry out the joint welding behind the reinforcing bar hoisted in position; After soil excavation is qualified by inspection, adopt tower crane or mobile crane hoisted in position.
One side welding is adopted in the cage of reinforcement welding, weld length ≮ 28cm, and welding rod adopts E5003.
C, template are installed: require support strength, rigidity, stability to satisfy code requirement when template is installed, supporting-point is firmly indeformable; Connect with existing concrete is suitable.
D, concreting: mix an amount of water reducing agent and micro-expanding agent in the concrete, workability control is good, and the slump should be at 10～12cm.
The contrary construction quality of making continuous arch ring directly has influence on the Anchor Foundation construction quality.Construction answers points for attention to have:
1, the contrary error ≯ 40mm of continuous arch ring that do along the radius of curvature direction;
2, if against making continuous arch ring because of cause specific, the horizontal direction section length need be adjusted; Adjustment section length ≯ 12m, section length ≯ 8m when soft layer or layer of sand;
3, contraryly make continuous arch ring in the suitable section construction of vertical direction, if need adjust because of the cause specific vertical height time, highly ≯ 2.5m; The continuous arch ring in upper strata closes up and concrete strength reaches the 70%rg of design strength, can carry out the construction of the continuous arch ring of lower floor;
4, the perps of two-layer continuous arch ring should stagger up and down, as if the distance ≮ 2m that staggers because of cause specific;
5, the continuous arch ring of per pass need link operation, every period engineering time at interval ≯ 36 hours;
6, in the construction, except that detecting by routine test requirements, if to continuously against making the arch wall construction quality when with suspicion, should adopt core drilling method to detect, amount detection is 100m
2Metope is one group, and every group should not be less than 3 points.
The 4th step: the construction waterproof layer at the inside wall construction waterproof layer of foundation ditch bottom, circular crown beam and each continuous arch ring in road, forms the construction area of sealing, few water.
The support structure structure that present embodiment forms is: the soldier pile diameter is 1.2m; The stake top is provided with the circular crown beam that section is 2.5m * 1.8m; Soldier pile excavation of foundation pit side divides three layers the annular continuous concrete board wall that section is 2.3m * 1.2m, 2.3m * 1.4m, 2.266m * 1.6m is set, present embodiment be circular crown beam, steel concrete soldier pile, water-stop curtain, annular continuously arch ring unite and form the sealing supporting.
Claims (4)
1. the corrosion geology deep foundation ditch of combined supporting excavation, it is characterized in that: said foundation ditch is to put sloping foundation ditch (104) and lower vertical foundation pit (105) formation by top;
It is to form two-stage from the foundation ditch surface with the gradient of setting to put domatic that sloping foundation ditch (104) is put on said top;
Said lower vertical foundation pit (105) is to be support with the steel concrete soldier pile (101) that is positioned at foundation ditch periphery; In the periphery of said steel concrete soldier pile (101) high-pressure rotary jet grouting pile (102) is set, in the zone of said high-pressure rotary jet grouting pile (102), forms the water-stop curtain (103) that seals with grouting; Stake top in said concrete support stake (101) is formed with circular crown beam (106); In the bottom of said circular crown beam (106), be positioned at the inside wall of lower vertical foundation pit (105); Be formed with each road RC Continuous arch ring (107) successively; Until foundation ditch bottom, be formed with waterproofing course at the inside wall of said foundation ditch bottom, circular crown beam and each road RC Continuous arch ring;
Put between sloping foundation ditch (104) and the lower vertical foundation pit (105) on said top and to be provided with platform (108).
2. the corrosion geology deep foundation ditch of combined supporting excavation according to claim 1 is characterized in that circular crown beam (106) and each the road RC Continuous arch ring (107) in the said lower vertical foundation pit (105) forms from the inside step surface of foundation ditch periphery from top to bottom.
3. according to the corrosion geology deep foundation ditch of claim 1 or 2 said combined supporting excavations, it is characterized in that the RC Continuous arch ring (107) in the said lower vertical foundation pit (105) has three roads.
4. the job practices of the corrosion geology deep foundation ditch of the said combined supporting excavation of a claim 1 is characterized in that carrying out as follows:
A, put slope excavation
From foundation ditch surface, form two-stage from top to bottom successively with the gradient of setting and put domaticly, to put domatic excavation back employing sprayed mortar and anchor pole and carry out supporting, sloping foundation ditch (104) is put on formation top;
B, vertical cut
The first step: the periphery in lower vertical foundation pit (105) forms bracing reinforcement with steel concrete soldier pile (101);
Second step: in the periphery of said concrete support stake (101), construction high-pressure rotary jet grouting pile (102), grouting forms the peripheral water-stop curtain (103) of said concrete support stake in said high-pressure rotary jet grouting pile zone;
The 3rd step: stage excavation, at first at the top of concrete support stake (101) construction circular crown beam (106), then along with the intensification of vertical cut, each road RC Continuous arch ring (107) of on the inside wall of lower vertical foundation pit (105), constructing successively;
The 4th step: the construction waterproof layer at the inside wall construction waterproof layer of foundation ditch bottom, circular crown beam and each road RC Continuous arch ring (107), forms the construction area of the few water of sealing.
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